REPORT 

TO 


The Fort Wayne Citizens’ 
Flood Prevention 
Committee 


BY 

A. W. Grosvenor, Civil Engineer 
Fort Wayne, Indiana 
December • 1913 



REPORT 


TO 

The Fort Wayne Citizens’ 
Flood Prevention 
Committee 


BY 

A. W. Grosvenor, Civil Engineer 
Fort Wayne, Indiana 
December - 1913 



MEMBERS OF THE FORT WAYNE CITIZENS' FLOOD 
PREVENTION COMMITTEE. 


Stephen B. Fleming, Chairman. 

Howell C. Rockhill, Vice-Chairman. 

Robert E. Kelly, Secretary. 

Charles H. McCulloch, 

Timothy Foohey, 

William D. Henderson, 

Frank B. Taylor, 

John C. F. Sprankel, 
John B. Reuss, 


Frank M. Randall, 
(City Civil Engineer.) 




h w? ,&r 

JUN 25-^914 



\ 


2 



INDEX. 


Page. 


Members of the Fort Wayne Citizens* Flood Prevention Committee.2 

Description of preliminary work.5 

List of plans submitted with report.6 

River banks .7, 8 

Comparative flood levels, 1908 & 1913.8 

Discharge of Maumee river, Sherwood, Ohio.9 

Discussion of the St. Marys river during the flood.9 

Discharge of Maumee river, March 1913, Toledo, O.10 

Methods of flood control.11 

Description of proposed Cut-off.11, 12 

Schedule of bridge work for Cut-off channel.13, 14, 15 

Maumee river channel below Walton Ave.15, 16 

Proposed channel slopes.16, 17 

Proposed channel sections.18, 19 

Proposed channel capacities.20, 21 

Columbia St. Bridge.22 

Coombs St. Bridge.22 

Walton Ave. Bridge.23 

County Bridge, New Haven.23 

Wabash R. R. Bridge, New Haven. 24 

Spy Run Ave. Bridge.24 

Clinton St. Bridge.24 

Wells St. Bridge.24 

Van Buren St. Bridge.24 

North Nickel Plate Bridge, Freight.25 

South Nickel Plate Bridge, Passenger.25 

West Main St. Bridge.25 

P. R. R. Bridge, No. 259 .25 

Taylor St. Bridge.26 

3 































Hale Ave. Bridge.26 

Wabash R. R. Bridge.26 

Broadway Bridge.26 

Tennessee Ave. Bridge.27 

State St. Bridge.27 

Bridge Dams.27, 28 

General Description of Proposed Improvement.28 

Broadway to West Main St. Bridge.29 

West Main St. Bridge to Edsall Ave.. 29, 30 

St. Joseph river. .31 

Estimated cost of bridge work, Trier Cut-off.. .32 

Estimated cost of construction Trier Cut-off.. .33 

Estimated cost of River Improvement with Cut-off.33 

Estimated cost of River Improvement without Cut-off (on basis of 

adding short spans to existing city bridges).34 

Estimated cost of River Improvement without Cut-off (on basis of 

replacing city bridges by long spans).35 

Summary of Estimates of River Improvement.35 

Estimated property loss due to 1913 flood.36 

Conclusion .36 

Recommendations for procedure in awarding bridge contracts.37 

Acknowledgement. 38 


APPENDIX. 

Appendix I Rating Tables.39 

Appendix II Weather Bureau Records.47 

Appendix III Drag-line Excavators.55 


























Mr. Chairman and Members of the Fort Wayne Citizens* Flood 

Prevention Committee, 

Gentlemen: 

Immediately upon being notified, last May, by Mr. F. M. Randall, 
City Civil Engineer, that your Committee had appointed me to make 
the necessary surveys and begin without delay on Flood Prevention 
Plans, I organized the necessary field parties. 

From the start I have fully realized the importance of concluding 
this end of the work as soon as possible in order that real flood preven¬ 
tion measures could be undertaken along a definite plan. 

The preliminary work necessary for the preparation of such plans 
takes time. 

We have accurately surveyed and drawn on maps to a large scale 
the Trier ditch from the St. Marys to the Maumee river, 9.4 miles; 
the Maumee river from the Wabash R. R. bridge at New Haven to 
Columbia St. bridge, Fort Wayne, 7.35 miles; the St. Marys river 
from this point to No. 3 Pumping station, 4.64 miles; and the St. 
Joseph river from the confluence to a point 1 200 ft. above the brew¬ 
ery, 1.53 miles. 

Total length of line surveyed, 22.92 miles. 

Cross-sections along the line of the Trier ditch, and of the three 
rivers were made at frequent intervals, and the 1913 flood levels 
determined carefully. 

Two independent lines of levels were run from the Pennsylvania 
R. R. bench mark on the sill of the women’s waiting room of the Fort 
Wayne Passenger station to the county bridge over the Maumee River 
at New Haven; one line of levels along the Pennsylvania R. R. tracks 
to the arch bridge, No. 252, over the Trier ditch and thence to the 
St. Marys and to the Maumee river bridge; the second line of levels 
up Clinton street and along the Nickle Plate tracks to the same bridge. 

The lines were run by separate parties and checked exactly at 
the destination. 

All the plans are plotted to City datum. Elevations may be 
converted to U. S. C. & G. S. datum by adding 663.65 to elevations 
shown on plans. All maps, plans, profiles and cross-sections sub¬ 
mitted herewith are original and have been prepared solely for flood 
prevention purposes. These are as follows: 


TRIER CUT-OFF. 

Roll 1. St. Mary’s river to Sta. 250. 

Roll 2. Sta. 250 to Sta. 390. 

Roll 3. Sta. 390 to Maumee river. 

ST. MARYS RIVER. 

Sheet 1. No. 3 Pumping Sta. to Nickle Plate R. R. bridges. 

ST. MARYS AND MAUMEE RIVERS. 

Sheet 2. Nickle Plate R. R. bridges to Edsall Ave. 

ST. JOSEPH RIVER. 

Sheet 3. Confluence to a point 1 200 ft. above the brewery. 

MAUMEE RIVER. 

Sheet 4. Edsall Ave. to Wabash R. R. bridge at New Haven. 

PROFILE TRIER CUT-OFF. 

St. Marys to Maumee river. 

PROFILE OF RIVERS. 

FOLIO 1. 

Cross-sections of the proposed Trier cut-off. 

FOLIO 2. 

Cross-sections of the St. Marys, St. Joseph and Maumee rivers 
and existing bridges on the rivers and along Trier ditch. 

General location plan of the Trier cut-off. 

Diagram of proposed bridge dam at Columbia St. 

A summary sheet containing complete information of river 
bridges. 

During the five day period, March 23-27, 1913, the precipitation 
was the heaviest ever recorded in Indiana and northern Ohio and 
caused the highest water stages of which we have any knowledge. 
The flood at Fort Wayne was largely due to the great volume of 
water discharged here by the St. Marys river and the backing up of 
the water from Columbia St. bridge in increasing amounts all the way 
to Broadway. 


This gorging of the flow of the St. Marys was greatly aggravated 
by the inadequate capacity of the Columbia St. and Walton Ave. 
bridges. 

The most contracted point in the St. Marys river during the flood 
and today is that portion of the channel between the Indiana Lighting 
Co. s fence along the river and the high bank opposite on the Spy Run 
side. 

The channel is not more than 1 80 feet wide bank to bank at this 
point and moreover is greatly obstructed by islands covered with 
willows. 

The disastrous flood, however, has not stopped the constant fill¬ 
ing in along the channel at both approaches to the Spy Run bridge. 

Here is an instance of what is going on at innumerable points to 
this day. 

The City approves a plot which may indicate lots along the 
river bank. 

As a matter of fact these lots may extend into the center of the 
channel as in Romy’s addition, or a less distance, and the purchaser 
of such a lot holding title to so much ground improves every oppor¬ 
tunity to fill in. 

There is no one, so far as known, who can stop him. 

Good illustrations of this are the Ft. Wayne Saddlery building 
and the plot immediately west of the Spy Run bridge which is being 
filled every day by dumping cinders from the Indiana Lighting Co.’s 
plant. 

There has just been built a wooden bulkhead extending from 
the face of the south abutment to the fence of the Gas Co., thus form¬ 
ing another serious contraction of the waterway. 

At Spy Run, above the bridge, the banks are high on both sides, 
the channel is contracted, a sharp bend occurs and through this com¬ 
bination of circumstances the St. Marys was backed up above the 
bridge and ultimately forced to sweep across Spy Run Ave., directly 
into the St. Joseph river and into Lakeside. This circumstance aided 
in forming the congestion above the Columbia St. bridge. 

Also the remaining flow in the St. Marys, discharged directly 
against that from the St. Joseph and blocked it completely. The 
present conditions at Spy Run bridge and at the confluence must be 
remedied, if flood dangers are to be removed. 

No scheme of improvement can be carried out until the city con¬ 
trols sufficient width of banks on either side of the river to allow 
these improvements to be made. 


River bank improvement means primarily widening the channels 
sufficiently for waterway and not for boulevards. 

In the early years the channels of the local rivers were bounded 
by low ground on both sides and plenty of waterway was afforded. 
Each year more filling has been going on and banks built higher until 
now the waterway area is only a fraction of what it formerly was. 

The channels must be widened, dredged to a uniform slope, 
removing all the shoals and islands, and dikes provided where neces¬ 
sary. 

Following is a tabulation of the high water levels of 1908, ob¬ 
tained by Metcalf & Eddy, and the levels of the 1913 flood. 



1908 

1913 

Difference 

Walton Ave. 

.87.3 

90.0 

2.7 

Columbia St. 

.87.5 

91.4 

3.9 

Clinton St . 

.88.8 

92.3 

3.5 

Wells St. 

.89.2 

93.0 

3.8 

VanBuren St. 

.89.7 

93.5 

3.8 

W. Main St. 

.90.0 

93.8 

3.8 

P. R. R. Bridge . 

.91.1 (Note) 

95.0 

3.9 

Taylor St. 

.91.3 

95.5 

4.2 

Hale Ave. 

.91.5 

96.1 

4.6 

Wabash R. R. Bridge. 

.91.7 

97.8 

6.1 

No. 3 Pumping Station ... 

.93.0 

99.0 

6.0 


Note—In 1883 the crest of the flood at the P. R. R. bridge recorded 
El. 92.4. 

The problem is how to control the 3/i ft. to 4 ft. of water at the 
crest of the flood which does all the damage. To determine this ques¬ 
tion it is necessary first to make an estimate of the volume of the water 
reaching the city. 

The only records we have of the discharge of the local rivers 
are the records obtained by the U. S. C. & G. S. made during 1 903- 
1905. These records are of value only for the Maumee river, as those 
for the St. Marys and St. Joseph at Fort Wayne were made during low 
water stages. 

At Sherwood, Ohio, careful discharge measurements were taken 
during the flood of March, 1904, which showed a maximum flow of 
19,000 c. f. p. s. 

The drainage area of the Maumee river at this station is 2,190 
sq. miles. 

The maximum run-off was 9 c. f. p. s., per sq. mile drainage area. 

It is most unfortunate that this station was abandoned in 1906. 


8 













Down the Maumee valley the water was 3/i ft. higer than at any 
previous time. This was definitely determined at New Haven and at 
Sherwood. 

The maximum gage reading obtained by the survey at Sherwood 
was 21.8 ft. 

The 1913 flood would have had a gage of 25.3 ft. 

1 have constructed a rating curve for the Maumee river at Sher¬ 
wood, using the survey records, and from it a max. discharge of 27,000 
c. f. p s. was estimated for the March flood. This is equivalent to a 
run-off of 1 2.3 c. f. p. s. per sq. mile drainage area. 

This estimate is considered, however, far too low. 

The precipitation records obtained by the U. S. Weather Bureau 
for March 23-27 indicate that the rain-fall during this period was more 
than twice as heavy as that which preceded the flood of 1 904. 

The greatest precipitation occurred in the St. Marys river water¬ 
shed which contains 802 sq. miles. 

At New Bremen, located at the head waters of the St. Marys 
river, there was a rainfall of 8.6 in. 

The precipitation gradually decreased to 5.36 in. at Ft. Yayne. 

The rainfall over the St. Joseph watershed averaged from 2 in to 
3 in. less. 

The St. Joseph was 3 ft. lower above Ft. Wayne than during 
previous floods and the banks, generally, were not overflowed. 

The extremely high waters at Ft. Wayne were caused by the 
enormous discharge of the St. Marys river. 

About l/i miles up the St. Marys river from the Broadway 
bridge is the beginning of an ancient glacial channel which runs north¬ 
east to the Maumee river. This is the line of the so called Trier 
cut-off. 

In 1 883 the water reached such a high level that it overflowed 
the summit dividing these two watersheds. 

Again during 1913 a great volume of water swept over this 
former water course. 

The area of the water section at the summit was 1,500 s. f. and at 
a velocity estimated at 4 f. p. s. the discharge amounted to 6,000 
c. f. p. s. 

The remaining flood discharge of the St. Marys on reaching the 
Pennsylvania R. R. bridge at Ft. Wayne, was backed up on account 
of the small waterway provided at this bridge and forced to flow west¬ 
ward. Finally it attained sufficient head to overcome the summit of 
the divide between the Maumee and Wabash drainage basins and it 
flowed south into the Wabash river. 


At the Broadway bridge above the Pennsylvania R. R. the St. 
Marys overflowed the west approach for a distance of 1,000 ft. and 
had a cross section of 6,000 s. f., estimated at a velocity of 4 f. p. s. 
In other words, the discharge over the Bluffton road and through the 
Broadway bridge was 24,000 c. f. p. s. 

The area of the water section at the Pennsylvania R. R. bridge 
was 3,000 s. f. and it undoubtedly flowed with a velocity of not less 
than 5 f. p. s., or in other words, 1 5,000 c. f. p. s. was received at Ft. 
Wayne from the St. Marys river, and the remaining 9,000 c. f. s. 
flowed into the Wabash. 

The St. Marys river had a maximum discharge, therefore, esti¬ 
mated as follows: 


To the Maumee river via Trier Cut-off. 6,000 c. f. p. s. 

To the Wabash river . 9,000 c. f. p. s. 

Through the P. R. R. bridge to Ft. Wayne.15,000 c. f. p. s. 


Total estimate discharge .30,000 c. f. p. s. 


This is equivalent to a discharge of 37.5 c. f. p. s. per sq. mile 
of drainage area. 

Mr. W. S. Palmer very kindly obtained from the U. S. Engineer’s 
office, Cleveland, the following estimates of the Maumee river dis¬ 
charge during the flood: 


March 24 

24,000 


c. f. p. s. 

“ 25 

104,000 


i < 

“ 26 

196,000 


t < 

“ 27 

232,000 

Max. 

< < 

“ 27 

219,000 

Ave. 

a 

“ 28 

180,000 


t ( 

“ 29 

132,000 


i < 

“ 30 

82,000 


i i 

“ 31 

28,000 


i < 


At the maximum discharge the run-off is estimated at 35 c. f. p. s. 
per sq. mile drainage area. 

On a basis of 10 c. f. p. s. per sq. mile of drainage area the maxi¬ 
mum discharge of the St. Joseph into the Maumee was 1 2,000 c. f. 
p. s. The Maumee received from the St. Marys 6,000 c. f. p. s. via 
the Trier cut-off and 1 5,000 c. f. p. s. from the St. Marys at Fort 
Wayne. 


10 










The max. discharge of the Maumee at New Haven is estimated to 
have been 33,000 c. f. p. s. 

There are three general methods of flood control: 

First, by impounding the flood water in extensive reservoirs, 
which can be emptied gradually and thereby keep high water level 
within control. 

Second, by widening, straightening and deepening existing chan¬ 
nels together with the construction of dikes and the lengthening of 
the bridges. 

Third, by detouring surplus water around the danger zone. 

It is impracticable to adopt the first method for Ft. Wayne, as it 
would result in the discharge of a great volume of flood water into the 
Wabash river and add to the dangers already existing in that valley. 

A combination of the second and third methods is proposed: 

The cost of diking and enlarging the channels of the St. Marys 
and Maumee rivers through the city sufficiently to take care of all the 
flood water, involves enormous expense. 

This includes not only excavation work but the replacing of 
every bridge over the St. Marys river with longer spans. Temporary 
makeshift can be made by adding shorter spans to the bridges as they 
are now. This necessitates converting an abutment into a pier and 
the building of another abutment for the new span at each bridge. 
Later on if this combination is to be replaced by a single span it will 
mean destroying the pier and reconstructing the abutment. Both of 
these are wasteful operations. 

On the other hand, the replacement, at once, of all the bridges 
by single spans is out of the question. 

It is estimated that to provide short additional spans to all exist¬ 
ing bridges and widen the channels sufficiently to care for all the flood 
water will cost practically the same as to construct the Trier cut-off, 
widen river channels a corresponding less amount and leave the 
bridges as they are. Some bridge work is necessary in any event, 
as will be described later on. 

PROPOSED CUT-OFF. 

The construction of the cut-off will provide a sure and positive 
relief for Ft. Wayne, as it will detour a great volume of flood water 
around the city. The cost of flood prevention work utilizing the cut¬ 
off will be less than widening the channels and replacing all bridges 
with longer spans to accommodate the entire flood discharge. 

At present there is a small drainage ditch leading in either direc- 


11 


tion from the summit of the divide btween the St. Marys and 
Maumee watersheds. This ditch is from 2 to 5 ft. deep and 2 to 8 ft. 
wide on the bottom, overgrown with bushes and vegetation. The 
summit is 13,000 ft. from the St. Marys river and 36,700 ft. from 
the Maumee, following the meanders. The total length is 9.42 miles. 
By revising the line as shown on the cut-off plans, the distance may 
be reduced by 1,700 ft. or the improved channel will be 9.1 miles long 
from river to river. 

The divide between the St. Marys and Maumee watersheds about 
7/l miles southwest of Ft. Wayne is at such an elevation that water 
will not flow over the summit until a dangerous stage is reached at 
Ft. Wayne. After that time, of course, relief is afforded to some 
extent. Thus during the March flood: 


High water, Columbia St. bridge .91.4 

High water, No. 3 Pumping Station. 99.0 

High water, Trier Cut-off with St. Marys.106.8 

High water, at summit of divide.105.6 

General elevation of ground at summit.104.0 

High water slope 1.2 feet. 


The water, therefore, did not flow over this summit until the river 
reached El. 1 05.2 at the junction with the cut-off, or 97.4 at the No. 3 
Pumping Sta. From that time on the cut-off afforded relief to the city 
by detouring from 5,000 to 6,000 c. f. p. s. into the Maumee below Ft. 
Wayne. 

Therefore, in enlarging the channels of the St. Marys river in the 
city to provide for floods no dependence should be placed on the Trier 
cut-off as it now exists. 

It is proposed to build concrete arch bridges where necessary over 
the cut-off, as this is the most durable form of construction. Three 
40-ft. spans at highway crossings will provide ample waterway. In 
every case where this type of bridge is shown on the plans the spring 
line of the arches will be from 3 ft. to 5 ft. above high water and, there¬ 
fore, the arches themselves will not obstruct the flow. 

PRIVATE FARM CROSSINGS. 

At farm crossings it is propsed to construct a light two-span rein¬ 
forced concrete arch bridge with a pier in the center of the channel. 

The depth of the channel of the proposed cut-off is such that 







water will How through when we have El. 77.0 at Columbia St., which 
is equivalent to gage 12.0. 

According to the records of the Weather Bureau this stage is 
liable to occur annually from December to June. 

It has been suggested that a gradual slope be made in the ditch 
banks to the bottom of the ditch in order to provide for farm crossings. 

However, in view of the fact that the flow in the ditch is liable to 
be from 2 ft. to 5 ft. deep during the period mentioned, it is considered 
best to provide overhead crossings. 

It is proposed to fence in the entire length of right of way and 
by providing a bridge at farm crossings it will be unnecessary to build 
any obstructing fences across the channel. 

A farm bridge need not be more than 1 2 ft. wide and can be built 
of light construction. For transferring of heavy loads and farm ma¬ 
chinery, the highway bridges can be used. 

The plans show a right of way, 300 ft. wide, to be acquired for 
cut-off purposes. 

Drainage for adjacent farm lands must be taken care of by placing 
lines of 1 8" to 24" vitrified sewer pipe through the spoil banks. 


SCHEDULE OF BRIDGE WORK FOR CUT-OFF CHANNEL 


Bridge 


Bridge 


Bridge 


Bridge 


1. Ft. Wayne & Springfield El. Ry. Span 32.8 


Present area .360 s. f. 

Area by dredging to grade.420 s. f. 

Replace by 3-40 feet arches. 

2. Decatur Highway. Span 32.7 

Present area .429 s. f. 

Area by dredging to grade .462 s. f. 


On account of the highway bridge being immediately ad¬ 
jacent to the Ft. Wayne & Springfield Ry. bridge, a 
joint bridge 40 feet wide would serve for both highway 


and interurban tracks. 

3. Trier Road. Span 17.5 

Present area . 70 s. f. 

Area by dredging to grade.306 s. f. 

Replace by 3-40 foot arches. 

4. Peters’ Road. Span 17.0 

Present area . 68 s. f. 

Area by dredging to grade.306 s. f. 

Replace by 3-40 foot arches. 


13 










Bridge 5. 

Bridge 6. 

Bridge 7. 
Bridge 8.. 

Bridge 9. 

Bridge 10. 

Bridge 11 
Bridge 12. 

Bridge 13. 

Bridge 14. 


Wayne Trace. Span 18.8 

Present area .126 s. f. 

Area by dredging to grade.306 s. f. 

Replace by 3-40 foot arches. 

Highway. Span 18.0 

Present area ...106 s. f. 

Area by dredging to grade.306 s. f. 

Replace by 3-40 foot arches. 

P. R. R. bridge, No. 252, 16 ft. semi-circular arch. 

Present area .300 s. f. 

Replace by 1-90 ft. span; underclearance El. 101.0 
.Rebber Road. Span 35.0 

Present area .315 s. f. 

Area by dredging to grade.560 s. f. 

Replace by 3-40 ft. arches. 

Miller Road. Span 45.9 

Present area . .414 s. f. 

Area by dredging to grade .675 s. f. 

Replace by 3-40 ft. arches. 

C. H. & D. R. R. Span 52.0 

Present area .520 s. f. 

Area by dredging to grade.780 s. f. 


Add 1-70 ft. span. 

Certia Road. Span 48.5 

High water 1 ft above underclearance. 

Replace by 3-40 ft. arches. 

New Haven Road. Span 48.5 
High water 1 ft above underclearance. 


Present area .534 s. f. 

Area by raising bridge 1 ft.582 s. f. 

Add 1-100 ft. span. 

Ohio El. Ry. Span 47.7 


High water 3.6 above underclearance. 


Raise bridge 3 ft. 8 inches 

Area of waterway by raising bridge.564 s. f. 

Add 1-100 ft. span. 

Wabash Ry. Span 43.9 

Present area .440 s. f. 


High water 3 ft. above underclearance 
It is impracticable to raise this bridge. 
Add 1-120 ft. span. 


14 

















Bridge 15. Nickel Plate Ry. Span 43.2 
Not necessary to raise. 

Present area .582 s. f. 

Add 1-80 ft. span. 

Bridge 16.. .Highway. Span 60.2 

High water 3 ft. above underclearance 

Present area.600 s. f. 

Area when raised .900 s. f. 

Add 1-60 ft. span. 

Bridge 17. River road. Span 67.5 

High water 3 ft. above underclearance 

Present area .945 s. f. 

When raised 3 ft.1,128 s. f. 

Add 1-60 ft. span. 

Bridge 18. New County bridge in the approach of the Maumee river 
bridge, New Haven. Span 85.2. 

It is proposed to make the channel of this bridge El. 68.0 
on account of the bridge dam. 

Area of water way.1,500 s. f. 

Bridge 19. Proposed new 100 ft. span south of bridge 18, Channel 
El. 68.0. 

Bridge 20. Proposed new 150 ft. span for Wabash R. R. 

Next to determine the probable height of high water at Columbia 
St. bridge under flood conditions, after improvements are carried out. 

THE PRESENT RIVER CHANNELS. 

MAUMEE RIVER. 


A study of the profile indicates that least 2 ft. of high water at 
Walton Ave. was due to contracted conditions below. 

From Walton Ave. for a distance of 2.5 miles down the river, or 
to section 46, the river channel is made up of easy curves and low 
banks, offering no obstruction to the flow. Between these points the 
high water slope was 0.03 per 1,000 ft. From section 46 to section 36, 
a distance of 0.7 miles, occurs a sharp reverse bend and the channel 
is much contracted by high banks on either side. Between these 
points the water was backed up 0.9 ft. 

At New Haven the high water rose 3.7 ft. above the underclear¬ 
ance of the Wabash R. R. bridge, and this obstruction caused a dif¬ 
ference in height of 1.2 ft. above and below the bridge. 


16 








The meandering and confined character of the Maumee river to 
New Haven affects seriously the high water conditions at Ft. Wayne. 
From New Haven to Defiance the slope is 1 2 in. per mile or nearly 
double the slope from Ft. Wayne to New Haven. 

From Defiance to Toledo the slope is estimated at 20 in. per mile. 

The high water below Walton Ave. bridge was El. 89.0 during 
the March flood. 

By widening and removing obstructions to New Haven it is 
reasonable to assume that the high water at Walton Ave. can be 
reduced 2 ft. in event of another similar flood, or to El. 87.0. 

The cross-sections of the Maumee river indicate the proposed 
enlargement of the channel. On the map of this river is shown 
colored the points where widening is necessary. Red indicates with 
cut-off. Yellow indicates without cut-off. 

It is further assumed that for all practical purposes high water 
at Columbia St. will be the same as at Walton Ave. There will be a 
difference of only one or two tents of a foot if the channel is improved, 
as proposed. 

During the 1 908 flood the high water slope of the St. Mary’s river 
through the city was estimated at 0.87 ft. per mile. On this assump¬ 
tion the high water at Broadway will be El. 91.0 or 4 ft. higher than at 
Columbia St., when channel obstructions are removed. 

PROPOSED CHANNEL SLOPES. 


Maumee River. 

Sta. 254 or 165 ft. below Columbia St. bridge.El. 62.0 

Sta. 642+10 Wabash R. R. bridge New Haven.El. 57.5 


Fall . 4.5 

Estimated velocity 4 f. p. s. 

Distance, 7.35 miles. 

Slope 0.000116 per ft. 

0.116 per 1000 ft. 

0.612 per mile. 


St. Marys River. 

Sta. 8+70 Broadway bridge .El. 73.0 

Sta. 254 or 165 ft. below Columbia St. bridge.El. 62.0 


Pall . 11.0 


16 










Distance 4.64 miles. 

Slope 0.000448 per ft. 

0.448 per 1000 ft. 

2.37 per mile. 

Estimated velocity 5 f. p. s. 

St. Joseph River. 


Sta. 80+61 about 1,200 ft. above the Centlivre Brewery.El. 70.8 

Sta. 0. at the present confluence.El. 62.3 

Fall . 8.5 


Distance 1.53 miles. 

Slope 0.00105 per ft. 

1.05 per 1000 ft. 

5.54 per mile. 

Estimated velocity 6 f. p. s. 

Cut-off. 

Slope 0.0003 per ft. 

0.3 per 1000 ft. 

1.58 per mile. 

Distance 9.1 miles. 

Estimated velocity 3.8 f. p. s. 


17 






PROPOSED CHANNEL SECTIONS. 

Maumee Without Cut-off. 

D varies from 25 feet at Columbia Street to 27 feet, 6" inches at New Haven 



Area—7250 s. f. 



Maumee with Cut-off. 



Area 6000 s. f. 


St. Mary’s Without Cut-off. 



D. 

B. 

T. 

A. 

18 

242 

314 

5000 

19 

225 

301 

5000 

20 

210 

290 

5000 

21 

196 

280 

5000 

22 

183 

271 

5000 

23 

171 

263 

5000 

24 

160 

256 

5000 

25 

150 

250 

5000 


(Broadway Bridge) 


(Columbia Street) 


18 


























Area 3700 s. f. 


D. 

B. 

T. 

18 

170 

242 

19 

156 

232 

20 

145 

225 

21 

134 

218 

22 

124 

212 

23 

115 

207 

24 

106 

202 

25 

98 

198 


St. Joseph. 


A. 

3700 (Broadway Bridge) 

3700 

3700 

3700 

3700 

3700 

3700 

3700 (Columbia Street) 



Area 4100 s. f. 


D. 

B. 

T. 

A. 

17 

207 

275 

4100 

18 

192 

264 

4100 

19 

177 

256 

4100 

20 

165 

245 

4100 

21 

153 

237 

4100 

22 

142 

230 

4100 

23 

133 

225 

4100 

24 

123 

219 

4100 

25 

114 

214 

4100 


(Section 224) 


(Columbia Street) 


Cut-off. 



19 



















PROPOSED CHANNEL CAPACITIES. 


The plans for river improvement are worked out for probable 
high water El. 87.0 at Columbia St. and dikes are provided to take care 
of an additional 3 ft. of flood water. 

The St. Marys and Maumee river cross sections are colored in 
red to indicate proposed channel sections in conjunction with the cut¬ 
off. The cross sections colored yellow indicate the sections without 
the cut-off. The proposed sections are shown on pages 1 8 and 1 9 of 
this report. 

MAUMEE RIVER WITHOUT CUT-OFF. 

Area, 7,250 s. f. for El. 87.0 at Columbia St. 

Capacity, 29,000 c. f. p. s. for El. 87.0 at Columbia St. 

Area, 8,288 s. f. for El. 90.0 at Columbia St. 

Capacity, 33,000 c. f. p. s. for El. 90.0 at Columbia St. 

This provides a channel with discharge capacity of nearly double 
the flood discharge of the Maumee river at Sherwood during the flood 
of March, 1 904, according to the survey records. 

MAUMEE RIVER WITH CUT-OFF. 

Area, 6,000 s. f. for El 87.0 at Columbia St. 

Capacity, 24,000 c. f. p. s. for El. 87.0 at Columbia St. 

Capacity, with cut-off, 29,000 c. f. p. s. for El. 87.0 at Colum¬ 
bia St. 

Area, 6,888 s. f. for El. 90.0 at Columbia St. 

Capacity, 27,500 c. f. p. s. for El. 90.0 at Columbia St. 

Capacity, with cut-off, 34,500 c. f. p. s. for El. 90.0 at Colum¬ 
bia St. 

ST. MARYS RIVER WITHOUT CUT-OFF. 

Area, 5,000 s. f. for El. 87.0 at Columbia St. 

Capacity, 25,000 c. f. p. s. for El. 87.0 at Columbia St. 

Area, 5,800 s. f. for El. 90.0 at Columbia St. 

Capacity, 29,000 c. f. p. s. for El. 90.0 at Columbia St. 

ST. MARYS RIVER WITH CUT-OFF. 

Area, 3,700 s. f. for El. 87.0 at Columbia St. 

Capacity, 18,500 c. f. p. s. for El. 87.0 at Columbia St. 


20 


Capacity, with cut-off, 24,000 c. f. p. s. for El. 87.0 at Colum¬ 
bia St. 

Area, 4,330 s. f. for El. 90.0 at Columbia St. 

Capacity, 21,650 c. f. p. s. for El. 90.0 at Columbia St. 

Capacity, with cut-off, 29,000 c. f. p. s for El. 90.0 at Colum¬ 
bia St. 

ST. JOSEPH RIVER. 

Not subject to overflow of the banks. Proposed channel section 
4,1 00 s. f. This is the average section of the channel above the city, 
where the banks have not been disturbed. 

TRIER CUT-OFF. 

The following considerations govern the design: 


July 3, 1913. 

Low water at Trier ditch and St. Marys river.El. 85.5 

Low water at Broadway.El. 75.0 


Fall . 10.5 

March, 1913. 

High water at Trier ditch and St. Marys river.El. 106.8 

High water at Broadway .El. 99.0 


Fall . 7.8 


It is estimated that if the St. Marys river is not backed up at 
Broadway the difference in high water levels between the above points 


will be 8.7 ft. 

High water at Columbia St. bridge.El. 87.0 

High water at Broadway bridge.El. 91.0 

High water at Trier ditch and St. Marys river.El. 99.7 

Cut-off channel 10 ft. deep at St. Marys river.El. 89.7 


Area of channel proposed for El. 87.0 at Columbia St. with 1 0 ft. 
depth of water, is 1,300 s. f. 

Capacity of cut-off, 5,000 c. f. p. s. for El. 87.0 at Columbia St. 

Capacity of cut-off, 7,000 c. f. p. s. for El. 90.0 at Columbia St. 

Capacity of cut-off, 1 2,000 c. f. p. s. for El. 1 06.8 at its junction 

with the St. Marys. 

Velocity, estimated, 3.8 f. p. s. 


21 














Attached hereto is a summary of bridgework to be undertaken. 

Cross sections of all bridges are contained in Folio 2. 

Columbia St. Bridge. 

It is proposed to replace the present bridge at Columbia St. by 
two spans each 21 6'-6". The question of waterway at this point is 
not the only determining factor in fixing upon the new span lengths. 
The length of the new spans seems the best that can be worked out 
to accommodate the confluence of the rivers. 

It was evident that the present span was inadequate during the 
last flood, although the waterway under the bridge was 7,350 s. f. 
The new spans will have a clear waterway of 1 0,800 s. f. for a flood 
stage of El. 87.0 and 12,096 s. f. at El. 90.0,, flood stage. It is pro¬ 
posed to make the floor of the new bridge El. 1 00.0, of 30" higher than 
at present, in order that the bridge dam discussed later on will have 
sufficient clearance above high water. The depth from floor to under 
side of the dam, when the dam is drawn up immediately under the 
bridge, is 8 ft 6 in. 

These new spans for Columbia St. are proposed with or without 
the cut-off. 


Coombs St. Bridge. 

At Coombs St. it is absolutely necessary to provide additional 
waterway. The Maumee river swept around the south approach a 
width of 800 ft. Similarly at the north end in Lakeside there fas an 
expanse of water nearly a mile wide. Levels, therefore, would be 
the same above and below the bridge, and this fact indicates nothing 
as to the capacity of the bridge. 

The total area included between the surface of the arches and 
the channel bed is now 6,045 s. f. By dredging and taking highwater 
El. 87.0 the waterway will be 6,140 s. f. Allowance must be made 
for friction of flow against the arch surfaces, spandrel walls and piers. 
This undoubtedly reduces the capacity 10 per cent, or in other words, 
the waterway for an arch bridge of this type should be at least 1 0 per¬ 
cent more than for a steel bridge entirely spanning the channel and 
without piers. 

The most effective way of enlarging the capacity of this bridge 
is by providing an additional steel span in the south approach. The 


22 


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south abutment should be entirely enclosed by a concrete wall, and 
the new span made wholly separate from the present structure. The 
channel under the new span should be paved at an elevation at least 
5 ft. above the river bed in order to remove all possibility of scouring. 

To place another arch span at the south end will mar the appear¬ 
ance of the bridge and also less waterway will be obtained than by 
building a steel span. 

This latter construction, if properly carried out, will in no wise 
weaken the bridge. The new north abutment should be kept 60 ft. 
from the south spring line. 

With the channel under the new span at El. 67.0 and high water 
at El. 87.0 the capacity of the bridge will be increased 1,800 s. f. by a 
90-ft., in the clear, steel span. The bridge will then have a total area 
of 7,940 s. f. 

This proposed 90-ft. span will be necessary with the cut-off. 
Without the cut-off the new span should be at least 150 ft. long. A 
total area will then be obtained of 9,000 s. f. 

The underclearance of any new span constructed should not be 
lower than El. 91.0. 


Walton Ave. Bridge. 

This bridge is located at a sharp bend of the Maumee river and 
obliquely across the channel. 

There was a difference of 1 ft. in the high water stage above and 
below the bridge before the flood broke through the Lakeside dike. 
It is proposed to add a 1 50 ft. span in the north approach in case of 
construction of the cut-off and a 200-ft span without the cut-off. 

County Bridge at New Haven. 

This bridge should be raised 1 ft. in any event. 

To provide for bridge dam purposes it will be necessary to raise 

the bridge 5 ft. . . , ., , 

In case of construction of the cut-off it is proposed to add another 
span of 100 ft. in the south approach, Bridge 19 in this report, as 
shown on Roll 3 of Cut-off plans. . . , j 

In case of construction of a bridge dam the 85-ft. span completed 
last summer or Bridge 18, and the proposed Bridge 19, would have 
channels at El. 68.0. 


23 


Wabash R. R. Bridge at New Haven. 


During the flood: 

Cut. off. 


High water above bridge .El. 86.2 

High water below bridge .El. 85.0 

Underclearance of bridge .El. 82.5 


This bridge should be raised 30". 

The channel requires dredging a depth of 5 ft. to 6 ft. from 
water line to abutments. 

It is proposed to add a 1 50-ft. span in the south approach. 

Spy Run Ave. Bridge. 

This bridge is located at a sharp bend of the St. Mary’s river. If 
the channel is dredged out and the slope of the bank at either end of 
the bridge held back by a retaining wall so as not to obstruct the 
waterway, this bridge will have sufficient area, with the cut-off. 

The channel needs to be dredged an average depth of 5 ft. 

Without the cut-off a new span of 280 ft. should be provided. 

This longer span, preferably located on line of Lafayette St., will 
allow the north bank of the channel to be widened and reduce greatly 
the curvature at this point. 

Clinton St. Bridge. 

The waterway at this bridge is obstructed in the usual manner by 
the slope of the banks extending out in the river and thus choking 
the waterway. 

This bridge has sufficient capacity with the cut-off if the channel 
is cleared. 

Without the cut-off a 40-ft additional span is needed. 

Wells St. Bridge. 

The channel under this bridge will be deepened between 5 ft. and 
6 ft. We will then obtain a waterway of 3,900 s. f. for an El. 87.0 at 
Columbia St. which is sufficient with the cut-off. Without the cut-off 
it will be necessary to provide an additional 45-ft span, or to replace 
the present bridge by a new span of 21 7 ft. 

Van Buren St. Bridge. 

This bridge should be raised 2 ft. With the cut-off an additional 
span of 40 ft. is needed. Without the cut-off it will be necessary to 
add an 85-ft span or replace the bridge by a span of 225 ft. 


24 





The channel at this bridge cannot be deepened as it now agrees 
with the proposed grade at this point indicated on the river profile. 

North Nickel Plate Ry. Bridge (Freight). 

The channel is high under this bridge and it will be dredged 4 ft. 
The capacity of the bridge will then be sufficient with the cut-off. 
Without the cut-off an additional span of 70 ft. is proposed. 

South Nickel Plate Ry. Bridge (Passenger). 

The channel under this bridge is high, especially at the east abut¬ 
ment. It is proposed to dredge from 3 to 7 ft. The capacity will 
be adequate with the cut-off. Without the cut-off an additional span 
of 60 ft. is required. 

West Main St. Bridge. 

Bridge should be raised 1 ft. 

The channel at the center is exactly the right grade at present. 
Near the abutments, however,, especially at the east end, there is a 
vast amount of deposit that should be removed. 

When dredged the waterway will be sufficient with the cut-off. 
Without the cut-off an additional span of 70 ft. is needed, or the pres¬ 
ent bridge replaced by a 255-ft. span. 

Pennsylvania R. R. Bridge, No. 259. 

Very little can be gained by dredging at this point. The channel 
of the east span has scoured 2 ft. below the propsed channel grade. It 
is proposed to add one 65-ft. span to this bridge, provided the cut-off 
is constructed. Without the cut-off one 1 27-ft. spen will be required. 

During the March flood the Peenslyvania R. R. bridge forced 
back an immense volume of water which flowed west over the L. E. 
& W. R. R. tracks and finally across the prairie into the Wabash. 
However, in a scheme of flood prevention for Ft. Wayne, it is not 
intended to divert our surplus water into Wabash valley. Again, in 
a general scheme of river improvement for the entire city, the large 
manufacturing district west of the L. E. & W. R. R., where excellent 
opportunities exist for future growth, should be as secure against 
flood dangers as the other portions of the city. If the Pennsylvania 


26 


R. R. bridge is not enlarged this territory will be as liable to have high 
flood stages as heretofore. 

The Pennsylvania R. R. embankment is simlar to that of the 
Wabash R. R. at New Haven, built across a wide, low valley adapted 
by nature for river channel purposes. 

Of course if the inhabitants of the Wabash valley and the resi¬ 
dents west of town offer no objections the flood problem can be made 
very simple of solution. Equip the Pennsylvania R. R. bridge with 
gates and the city of Ft. Wayne need not worry about floods. 

Taylor St. Bridge. 

This bridge should be raised 1 2". 

Very little can be gained by dredging as the channel is at proper 
grade. Near the abutments, especially at the east end, some dredging 
can be done. 

An additional span of 40 ft. is required with the cut-off. With¬ 
out the cut-off an additional span of 90 ft. or the old bridge replaced 
by a single span of 255 ft. 


Hale Ave. Bridge. 

This bridge should be raised 18". 

Nothing can be gained by dredging under this bridge as the chan¬ 
nel has scoured 2 ft. below the necessary grade. 

An additional span of 40 ft. is required with the cut-off. With¬ 
out the cut-off a new span of 1 00 ft. or the old bridge replaced by a 
single span of 260 ft. 

Wabash R. R. Bridge. 

The channel should be dredged from the pier to the east abut¬ 
ment Under the west span the channel has scoured out 5 ft deep. 
This bridge has sufficient capacity with the cut-off. Without the cut¬ 
off an additional span of 64 ft. should be provided. Also if the third 
track is to remain, a permanent structure should replace the pile bents 
which now very greatly contract the waterway when debris, etc., 
lodges against them. 


Broadway Bridge. 

The channel at this point is practically on grade and little dredg¬ 
ing is needed. 


26 




/ yf=>e or Bridge Dam 
Coro TRUC TED or THE BY. Space Barge Camay 

Diagram Chora £-2/6-6"Spans Dropoaec/ for Co/umbia Sr. 

Gca/e / “ GO 


Upper Poo/ 
foster Park. 



to \ 

5f!i/es ft. 74,0 


El 69.Z 


Et. 62.0 


Tower Root V.A Miles 



Door 93.2 


Pres. Door EJ. 88.2 


Low rater Ef. 03.0 


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Fort lA/agne Citizens flood Prevention Com 


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*» 












































































































































There is sufficient waterway with the cut-off. Without the cut¬ 
off an additional span of 1 05 ft. is proposed. 

Tennessee Ave. Bridge. 

The channel under the west span should be deepened 4 ft. for the 
entire width. The waterway with El. 87.0 at Columbia St. will be 
4,600 s. f., which provides a surplus of more than 10 per cent over the 
channel area required. 


State St. Bridge. 

The channel can be dredged out at the abutments. The water¬ 
way for El. 87.0 at Columbia St. is 4,072 s. f. 

This bridge has sufficient waterway. 

BRIDGE DAMS. 

Upon dredging the rivers through the city it will be necessary 
during the summer and fall months to maintain a definite water line. 
This can best be accomplished by means of a type of bridge dam con¬ 
structed on the New York State Barge Canal. During freshets and in 
winter the entire structure can be drawn up and secured in place 
immediately under the bridge floor and thus all parts will clear high 
water. 

The attached outline drawing taken from one of the plans of the 
New York State Barge Canal illustrates the operation. The cost of 
such a dam will be less than that of a concrete structure. The latter 
has disadvantages, such as accumulation of deposit above the dam 
and the general raising of the river bed. Again, in time of flood the 
water level will undoubtedly be raised by the fixed dam. With a 
bridge dam the river can be scoured out at regular periods and high 
water levels are in no wise affected. It is proposed to provide this 
form of dam in connection with a new bridge recommended for Co¬ 
lombia St. Also a similar dam should be built at the county bridge 
at New Haven. It is a question whether it will be cheaper to strengthen 
and re-arrange the county bridge to accommodate this form 
of bridge dam or to provide a new bridge. It is proposed 
to have a pool El. 68.0 at New Haven. With a slope of 
2" per mile, the pool will be El. 69.2 at Columbia St. The length of 
this pool is 7.4 miles. The upper pool at Columbia St. will be El. 
74.0. The water will be backed up in the St. Marys river to Foster 


27 


Park, a distance of 5 miles. On the St. Joseph river the pool will 
extend to a point one-half mile above the Feeble Minded Institute, a 
distance of 2.6 miles from the Columbia St. bridge. The total water 
surface above the Columbia St. bridge will be about 135 acres. 

It is proposed to make a difference in height of 5 ft. between the 
pool levels above and below Columbia St. This will result in obtain¬ 
ing a constant flow through the intercepting sewer line beginning at 
Nelson St. and discharging into the Maumee river in line with the 
Dougal St. in the east end of town. 

Metcalf & Eddy report as follows upon the affect on the sew¬ 
age system of the construction of a dam at Columbia St.: 

“The present intercepting sewer, if repaired, cleaned and put into 
use, will serve to intercept the sewage from all districts now sewered 
and from which sewage is discharged into the river above Columbia 
St., except those served by the Cottage Ave. and the Third St. sewers. 
The present intercepter should be extended southerly to intercept the 
sewage from the Cottage Ave. district, and the sewage from the 
Third St. district should be conveyed across the river by means of an 
inverted syphon and discharged into the present intercepter. After 
this work is done no sewage need be discharged into the pool from 
public sewers, except in time of storm. 

The discharge into the pool of storm water, mixed with a small 
proportion of sewage, while not desirable, does not appear to be a 
serious objection to the construction of the dam. It is true that it will 
cause the waters of the rivers to become muddy and more or less float¬ 
ing matter will be found upon them after storms. Storms, which will 
cause such overflows from the sewer system, will in almost all cases 
cause a rise in the river and thus tend to flush out the pool in a very 
short time after the storm has ceased. It appears, therefore, that the 
water in the pool will not become seriously polluted and that condi¬ 
tions in general will be in no way objectionable. 

The raising of the surface of the water by the dam to El. 74 will 
not seriously effect any sewers now built, except the trunk sewer 
in Third St.. This sewer is at an elevation so low that it will be neces¬ 
sary to parallel it on both sides with small pipe intercepters, which will 
connect with an inverted syphon, by means of which the sewage will 
be conveyed under the river into the south side intercepter.” 

We will now proceed with a general description of the proposed 
improvements of the river banks proper. 

The plans, profile and cross-sections show the work in detail. 


ST. MARYS RIVER. 


Sheet 1. 

Right Bank. 

Beginning at the right bank of the river at the Broadway bridge, 
the present top edge of the channel will remain undisturbed north to 
Cliffton Ave.; from Cliffton Ave. to the Wabash R. R., thence to Hale 
Ave. and to Taylor St. it is proposed to build dikes; also from Tay¬ 
lor St. to the Pennsylvania R. R..; from the Pennsylvania R. R. bridge 
around Swinney Park to Thieme Drive the right bank of the channel 
should be widened as shown by red lines. From Wayne St. along 
Thieme Drive to Main St. bridge it will be necessary to construct a low 
concrete wall about 950 ft. long, in order to provide sufficient water¬ 
way by retaining the side slopes. It would appear that Thieme Drive 
cannot be made more than 40 ft. wide and at the same time provide a 
width of 30 ft. for Bluff St. 

Left Bank. 

On the left bank of the channel is indicated the line of property 
to be acquired. This line represents the bottom of the slope of future 
dikes. This territory all the way from Broadway bridge to Taylor St. 
is undeveloped and it is not proposed to build dikes at present. From 
Taylor St. to the Pennsylvania R. R. it is proposed to construct a dike; 
from the Pennsylvania R. R. along the left bank to a point opposite 
Fry St. the bank is low and no improvements are needed. The city 
should acquire a strip about 1 00 ft. wide along the left bank to this 
point. 

From a point opposite Fry St. to a point opposite Fair St. the 
top edge remains as at present and it is proposed to construct a dike 
to Main St. bridge. Bluff St. should have a width not less than 30 ft., 
which necessitates a retaining wall along the left bank. 

As noted on the plans the old abutment should be removed. 

Sheet 2. ST. MARYS RIVER—MAUMEE RIVER. 

Right Bank, below W. Main St. bridge. 

On the right bank it is proposed to construct dikes from the N. 
Y., C. & St. L. R. R. bridges around Guildlin Playgrounds and along 
Superior St. to Wells St. From Wells St. to N. Calhoun it will be 
necessary to cut back the top edge of the bank where encroachments 
on the channel have been made. It is proposed to raise Eureka St. 
and N. Calhoun St. From Clinton St. to the Indiana Lighting Co. is 


indicated the proposed top edge of the channel which provides for 
future extension of Barr St. 

In order to obtain sufficient waterway immediately above Spy 
Run bridge it is necessary to construct a retaining wall along the river, 
extending to the south abutment, as shown on the plans. 

In front of the Ft. Wayne Saddlery building it is proposed to build 
a low retaining wall in line with the south abutment of the Spy Run 
bridge. At present the slope of the bank extends out into the river 
30 ft. from the face of the abutment, thereby greatly contracting the 
channel. From the Spy Run bridge to the Columbia St. bridge is 
shown a new channel for the St. Marys river. From the Columbia St. 
bridge to a point opposite Francis St. the right bank is high and ample 
waterway is provided. From Francis St. to Harmer St. the right bank 
must be cut back. At present this is a very contracted section of the 
channel. From Harmer St. to Coombs St. it is proposed to build a 
dike. 

At the Coombs St. bridge it will be necessary to add a 90-ft. steel 
span. It is proposed to construct a dike from Coombs St. bridge to 
Hanover St. Hanover St. is filled to same height as the dike. 

It is proposed to build a dike from a point about 1,000 ft. east of 
Walton Ave. to the Laurentz & Hartshorn Packing Co. 

Left Bank. 

On the left bank the plans indicate dikes from the West Main 
St. bridge to the L. E. & W. R. R. bank at Barthold St. The Lake 
Erie tracks form a dike sufficiently high. The city should acquire all 
of the low lying ground between the St. Marys river and the Lake 
Erie R. R. between Barthold and Clinton Sts. 

The embankment at the crematory chokes up to a great extent, 
the waterway of the north span of the Clinton St. bridge, and it will 
be necessary to cut back the top edge of the slope to within 30 ft. of 
the crematory, also to construct a low retaining wall. From Clinton 
St. bridge to Spy Run creek the channel needs no improvement. 

Beginning at a point 300 ft. above the Spy Run bridge, it will be 
necessary to widen the channel and near the bridge the top of the 
bank will be cut back 30 ft. 

From the Spy Run bridge towards the confluence with the St. 
Joseph it is proposed to construct massive dikes, in order to force the 
flow of the St. Marys and St. Joseph rivers directly into the Maumee. 

At Columbia St. it is proposed to replace the present bridge by 
two spans each 216' 6". From Columbia St. to Coombs St. bridge 


30 


the dike, as at present located, gives sufficient waterway. The north 
wing walls of the Coombs St. bridge should be extended in order to 
retain the river slope of the dike and thereby leave the north span 
unobstructed. 

The Lakeside dike from Coombs St. bridge to Wines St. affords 
sufficient waterway. With the widening and deepening of the channel 
the line of the Lakeside dike may be improved and at the same time 
it should be widened to a uniform width of 10 ft. at the top. From 
Wines St. to Walton Ave. it is proposed to straighten the dike as 
shown on the plans. 

The so-called back dike east of Walton Ave. should be brought 
up to El. 89.0. Also the small dike north of Lake Ave. and east of 
Walton Ave. should be raised to the same height and widened. 

Sheet 3. ST. JOSEPH RIVER. 

Right Bank. 

From the Centlivre Brewery to the State St. bridge it is proposed 
to build a retaining wall. From State St. to Elizabeth the top of the 
slope of the new channel is shown by the red line. In locating this top 
edge of the slope from State St. bridge to the point opposite the F. W. 
& N. I. T. power house it is realized that there is sufficient channel area 
with the banks as they are at present; however, a definite line should 
be established along the river bank beyond which further encroach¬ 
ments should stop. The river channel has been forced out from 30 ft. 
to 50 ft. by constant filling in, and doubtless encroachments will con¬ 
tinue indefinitely unless stopped by the city. 

From a point opposite Kamm St. the bank should be widened 
out to Elizabeth St. Elizabeth St. should be raised to El. 91.0. From 
this point it is proposed to build a dike extending down the river to 
the confluence with the St. Marys. The west wing walls of the Ten¬ 
nessee Ave. bridge should be extended in order to retain the slopes 
of the bank. 

Left Bank. 

Beginning at a point south of Charlotte Ave. it is proposed to 
construct dikes to Romy Ave. 

State St. should be raised to El. 92.0. 

From Romy Ave. to St. Joseph Blvd. the existing dike should be 
raised to El. 91.0 and made 10 ft. wide at the top. 

From the south end of this dike to the Tennessee Ave. bridge the 


31 


Blvd. should be raised to El. 91.0. At present this portion of St. Joseph 
Blvd. is from six to eight inches lower than the Blvd. south of the 
bridge. 

From the Tennessee Ave. bridge to the Columbia St. bridge, St. 
Joseph Blvd. may remain as at present. 

The above summary applies to channel improvement with the 
cut-off. Without the cut-off the channel width of the St. Marys and 
Maumee rivers is increased approximately 50 ft. and the new dikes 
will be located 50 ft. further in from the river. 

Along the Maumee, below the Columbia St. bridge, in order to 
provide sufficient area without the cut-off, the Lakeside dike for its 
entire length will have to be relocated with its base along the south 
curb of Edgewater Ave. 

This is necessary even with the cutting back of the bank along 
the Nickel Plate R. R. opposite. This work is shown on the cross 
sections. 


Estimated Cost of Bridge Work. 


1 . 

2 . 

3. 

4. 

5. 

6 . 

7. 

8 . 
9. 

10 . 

11 . 

12 . 

13. 

14. 

15. 

16. 

17. 

18. 
19. 


Trier Cut-off. 

Ft. Wayne & Springfield El. Ry., and 


P. R. R. 


Nickel Plate Railroad 


..3-40 

ft. arches. 

.$ 8,000 

...3-40 

ft. arches. 

. 6,000 

. ..3-40 

ft. arches. 

6,000 

...3-40 

ft. arches. 

. 6,000 

...3-40 

ft. arches. 

. 6,000 

. ..1-90 

ft. span. 

. 40,000 

...3-40 

ft. arches. 

. 6,000 

...3-40 

ft. arches. 

. 6,000 

...1-70 

ft. span add’l ... 

. 8,000 

. ..3-40 

ft. arehes. 

.. 6,000 

. ..1-100 ft. span add’l ... 

. 6,000 

. ..1-100 ft. span add’l ... 

. 7,000 

. ..1-120 ft. span add’l ... 

. 10,000 

...1-80 

ft. span add’l ... 

. 8,000 

...1-60 

ft. span add’l ... 

. 3,000 

. ..1-60 

ft. span add’l ... 

. 3,000 

.. .Channel paved . 

500 

Bridge 18, county bridge. 

7,000 



$142,500 


Note:—Total includes $77,000 for railroad bridges. 


32 





























Estimated Cost of Construction—Trier Cut-off. 


Excavation, 2,200,000 cubic yards at $0.15.$330,000 

Brid S es . 142,500 

Private farm crossings. 14 000 

Right-of-way, 150 acres at $100 . 15,000 

Right-of-way, 150 acres at $150 . 22,500 

Fences . 3,000 

Drainage pipe . 3,000 


T °tal .:.$530,000 


Note:—Total includes $77,000 for railroad bridges. 

Without railroad bridges—Total, $453,000. 

Note:—Estimate is based on using dragline excavators. 

See Appendix III. 

Estimated Cost of River Improvement with Proposed Cut-off. 

Excavation and diking— 

New Haven-Edsall Ave. 600,000 cu. yds. 

Edsall Ave.-Columbia St. 300,000 “ “ 

St. Jos. R., Spy Run & June. Dikes 150,000 “ “ 

Columbia St.-Broadway . 365,000 “ “ 


Total.1,415,000 cu. yds. at 20c..$ 283,000 


Retaining walls, 13,000 cubic yards at $7.00 . 91,000 

Columbia St. bridge, two 216-foot 6-inch spans. 110,000 

Columbia St. bridge dam. 32,000 

Coombs St. bridge, one 90-foot span. 20,000 

Walton Ave. bridge, one 150-foot span. 12,000 

Van Buren St. bridge, raising and one 40-foot span. 8,000 

Pennsylvania railroad bridge, one 65-foot span. 20,000 

Taylor St., bridge, raising and one 40-foot span. 7,000 

Hale Ave. bridge, raising and one 40-foot span. 7,000 

New Haven county bridge, raising and equipping for dam. 10,000 

Bridge dam . 23,000 

Wabash railroad bridge, raising present bridge 30 inches. 3,000 

Wabash railroad, proposed new 150-foot span, bridge No. 20 . 20,000 

Property to be acquired . 50,000 

Cut-off . 530,000 


Total estimated cost of improvements with the cut-off. $1,226,000 


Note:—Total includes the following railroad bridges: 


33 
































Trier cut-off .$ 77,000 

Pennsylvania railroad, Fort Wayne. 20,000 

Wabash railroad, New Haven. 23,000 


Total Railroad bridges .$120,000 


Estimated Cost of River Improvement Without Cut-off. 
On a Basis Adding Short Spans to Present Bridges in Fort Wayne— 


Excavation 3,150,000 cubic yards at 20 cents...$ 630,000 

Retaining walls, 20,000 cubic yards at $7.00 . 140,000 

Columbia St. bridge, two 216-foot 6 inch spans. 110,000 

Columbia St. bridge dam. 32,000 

Coombs St., one 150-foot span. 30,000 

Walton Ave., one 200-foot span. 20,000 

Clinton St., one 40-foot span. •.... 8,000 

Wells St., one 45-foot span. 7,000 

Van Buren St., one 85-ft span. 11,000 

North Nickel Plate railroad, one 70-foot span. 13,000 

South Nickel Plate railroad, one 60-foot span. 10,000 

West Main St., one 70-foot span. 10,000 

Pennsylvania railroad, one 127-foot span. 30,000 

Taylor St., one 90-foot span. 15,000 

Hale Ave., one 100-foot span. 15,000 

Wabash railroad, one 64-foot span. 15,000 

Broadway, one 105-foot span.•. 15,000 

New Haven county bridge, raising and equipping for dam. 10,000 

New Haven bridge dam. 23,000 

New county bridge No. 19, one 100-foot span. 7,000 

Wabash railroad, raising present bridge 30 inches. 3,000 

Wabash railroad, new 150-foot span, bridge No. 20 . 20,000 

Property to be acquired . 60,000 


Total estimated cost of improvements without cut-off. $1,234,000 

Note:—Total includes the following bridges: 


Nickel Plate railroad, Fort Wayne. $23,000 

Pennsylvania railroad, Fort Wayne . 30,000 

Wabash railroad, Fort Wayne .... 15,000 

Wabash railroad, New Haven. 23,000 


Total Railroad bridges .$91,000 






































Estimated Cost of River Improvement Without Cut-off. 

On a Basis of Replacing the City Bridges by Long spans— 

Excavation, 3,150,000 cubic yards at 20 cents.$ 630,000 

Retaining walls, 20,000 cubic yards at $7.00 . 140,000 

Columbia St., two 216-foot 6-inch spans. 110,000 

Columbia St., bridge dam. 32,000 

Coombs St., one 150-foot span. 30,000 

Walton Ave., one 200-foot span. 20,000 

Clinton St., one 40-foot span. 8,000 

Wells St., one 217-foot span. 60,000 

Van Buren St., one 225-foot span. 40,000 

North Nickel Plate railroad, one 70-foot span. 13,000 

South Nickel Plate railroad, one 60-foot span. 10,000 

West Main St., one 255-foot span. 70,000 

Pennsylvania railroad, one 127-foot span. 30,000 

Taylor St., one 255-foot span. 70,000 

Hale Ave., one 260-foot span.•.. 50,000 

Wabash railroad, one 64-foot span. 15,000 

Broadway, one 280-foot span. 70,000 

New Haven county bridge, raising and equipping for dam. 10,000 

New Haven bridge dam. 23,000 

New couny bridge, No. 19, one 100-foot span. 7,000 

Wabash railroad, raising present bridge 30 inches. 3,000 

Wabash railroad, new 150-foot span, bridge No. 20 . 20,000 

Property to be acquired . 60,000 


Total estimated cost of improvements without cut-off. $1,521,000 

Note:—Total includes the following railroad bridges: 

Nickel Plate railroad, Fort Wayne.$23,000 

Pennsylvania railroad, Fort Wayne. 30,000 

Wabash railroad, Fort Wayne. 15,000 

Wabash railroad, New Haven. 23,000 


Total Railroad bridges .$91,000 

SUMMARY. 

With Proposed Cut-off— 

Excavation, property and retaining walls .$ 811,500 

City and county bridges. 294,500 

Railroad bridges. 120,000 


Total, with cut-off .$1,226,000 


36 






































Without Cut-off— 

On a basis of adding short spans to present bridges in Fort Wayne. 


Excavation, property and retaining walls. $830,000 

City and county bridges . 313,000 

Railroad bridges . 91,000 


Total, without cut-off . $1,234,000 

Without Cut-off— 

On a basis of replacing the City bridges by long spans. 

Excavation, property and retaining walls . $830,000 

City and county bridges. 600,000 

Railroad bridges . 91,000 


Total, without cut-off . $1,521,000 


ESTIMATED PROPERTY LOSS DUE TO 1913 FLOOD. 

The property loss in Fort Wayne and vicinity due to the March 
flood is estimated at from $600,000 to $1,000,000. The loss in wages 
to employees through the closing of facories and shops amounted to 
many thousands additional. Property has depreciated in the flooded 
districts and can only be restored to former values by radical flood pre¬ 
vention improvements. 


CONCLUSION. 

The most important improvements recommended as necessary 

to protect the entire city from future flood stages are as follows: 

(1) The city ownership of sufficient ground along the banks to 
permit of necessary widening of channels and to stop further 
filling in. 

(2) Construction of a new channel for the St. Marys river at the 
confluence. 

(3) Dredging and widening the channels of the St. Marys and 
Maumee rivers to the slope shown on the profile and in accord¬ 
ance with the cross sections shown red in Folio 2. 

(4) Construction of dikes and retaining walls as shown on the 
plans. Lakeside dike to have a uniform width of 10 ft. on top 
for its entire length. 


36 












(5) The construction of the Trier cut-off. 

(6) Raising and providing additional spans at Hale Ave., Taylor 
St. and Van Buren St. bridges. 

(7) A new bridge of 2 spans, each 216' 6" at Columbia St. The 
old bridge may be used at another location. 

(8) Additional spans to be provided at Pennsylvania R. R., 
Coombs St., Walton Ave., Wabash R. R., New Haven and in 
the south approach to the county bridge at New Haven. 

(9) By dredging to the proposed grade line, sufficient waterway 
will be provided at Clinton, Wells and Spy Run bridges which 
at present are very contracted points. 

RECOMMENDATIONS FOR PROCEDURE IN AWARDING 
FUTURE BRIDGE CONTRACTS IN FLOODED DISTRICTS. 

In the future when it is proposed to build a bridge over either 
of the three rivers, the County Commissioners to advertise as 
widely as possible in engineering journals for competitive 
plans. All plans to be sent to the Army Board of Engineers 
having jurisdiction of flood work in this district. The Army 
Board to recommend for acceptance the plan which they con¬ 
sider best adapted to local conditions. The Board of County 
Commissioners to advertise for proposals on the plan selected 
by the Army Board. 

To carry out this program will require an amendment to 
the Indiana laws governing bridge contracts, which state that 
the county surveyor prepare plans and estimates for proposed 
bridges. These are called the County Plans in the advertise*- 
ment for proposals. The law also provides that any one may 
submit designs of his own, provided they are filed ten days 
before the letting. Bids are then received on all plans, good 
and bad, and it is a fact that the worst plans have occasionally 
been accepted for important structures. 

We are not interested in the reason why in any particular 
case this has occurred but wish to guard against it in the future. 
By placing the selection of plans for an important bridge in the 
hands of the Army Board of Engineers, we may be certain of 
the best plan being adopted. 


37 


ACKNOWLEDGEMENT. 


In concluding this report it is with pleasure that reference is made 
to the able and conscientious assistance rendered by the following civil 
civil engineers: 

Frank J. Berberich, Dayton, Ohio. 

Louis Mitchell, Syracuse, N. Y. 

W. E. Dix, Bratttleboro, Vt. 

These men at once grasped the spirit of the undertaking and 
invariably executed the field and office work in a careful and thor¬ 
ough manner. 

The rodmen and chainmen who handled the boat and its ac¬ 
companiments from New Haven to Foster Park and covered the 9J/2 
miles across the country from the St. Marys to the Maumee river 
were: 

Ron Byrer, 

Harry Waterman, 

Welker Wentz. 

These young men, all from Fort Wayne, were always on time, 
worked in all kinds of weather and sometimes under trying conditions. 

It is also desired to express appreciation for the assistance ren¬ 
dered by Mr. W. S. Palmer, Chief of the local Weather Bureau office, 
and to Messrs. Metcalf and Eddy for the flood levels of 1 908. 

Respectfully submitted, 

A. W. Grosvenor, C. E. 


38 


RATING TABLES 

1903-1906 

Maumee R., Sherwood, Ohio. 

St. Marys R., Fort Wayne, Ind. 

St. Joseph R., Fort Wayne, Ind. 
obtained from 

Water Supply and Irrigation Papers 
Nos. 97, 129, 170, 206 
U. S. C. & G. S. 

DRAINAGE AREAS. 

Maumee river, Sherwood, Ohio, 2,190 sq. miles. 
St. Marys river, Fort Wayne, Ind., 802 sq. miles. 
St. Joseph river, Fort Wayne, Ind., 1,230 sq. miles. 


MAUMEE RIVER. 


Maumee river is formed by the confluence of St. Marys and St. 
Joseph rivers, within the city of Fort Wayne, Ind. 

The gaging station at Sherwood, Ohio, about 8 miles above De¬ 
fiance, was established May 19, 1903, and discontinued July 21,1906. 
It was located at the highway bridge, 2.5 miles south of Sherwood, 
Ohio, and 200 ft. up stream from the Cincinnati Northern Railroad 
bridge. A high water gage is painted on the bridge abutment at the 
north end of the bridge. 

The channel is straight for 1,000 ft. above and 500 ft. below the 
station. Both banks are high and clean and both may overflow at 
extremely high water. The bed of the stream consists of clay and 
gravel and some silt. There is one channel at all stages. The current 
is sluggish at extremely low water. 

Discharge measurements were made from the two-span highway 
bridge, which has a total length of 300 ft. between abutments. The 
initial point for soundings is the face of the south abutment. The in¬ 
clined gage, which was established on the bank under the north end 
of the bridge, was destroyed. A regulation chain gage, which was 
read during 1905 by George J. Coffin, was installed May 19, 1903. 
This is bolted to the hand rail of the bridge on the upstream side, 200 
ft. from the south abutment. The length of the chain from the end 
of the weight to the marker is 28.88 ft. The gage is referred to bench 
marks as follows: A copper bolt in the stepping stone of the west 
wing wall of the north abutment (stone is in tier just below top tier). 
Elevation above zero of gage, 22.30. A cut in the iron hand rail 
directly over the pulley of the gage, elevation above gage zero, 
29.69 ft. 


ST. MARYS RIVER. 

St. Marys river rises in the western part of Ohio, flows north¬ 
westward, and unites with St. Joseph river at Ft. Wayne to form the 
Maumee. 

The gaging station was established March 20, 1905, and discon¬ 
tinued July 21, 1906. It was located on the Taylor St. bridge, in Ft. 
Wayne, about 2.5 miles above the junction of the stream with the St. 
Joseph. 

The channel is straight for 1,000 ft. above and below the station. 
Both banks are high, alluvial, and not subject to overflow. The bed 
of the stream is composed of gravel and is free of vegetation and per- 


40 


manent. There is but one channel at all stages. The current is swift 
and direct. 

Discharge measurements were made from the up-stream side of 
the single span bridge to which the gage is attached. The length of 
the bridge between abutments is I 66 ft. The initial point for sound¬ 
ings is the inner face of the right abutment, upstream side. A stand¬ 
ard chain gage which was read during 1905 by Clement S. Graham, 
was nailed to the downstream side of the bridge near the center of the 
stream. The length of the chain from the end of the weight to the end 
of the last link is 28.01 ft. The gage is referred to bench marks as 
follows: (1 ) On the outer coping of the upstream wing wall of the 

right abutment, 0.2 feet each way from the edges, meeting at the up¬ 
stream corner; elevation, 27.59 ft. above datum of gage. (2) The 
top surface of the hand rail at soundpoint, No. 80; elevation, 31.28 
ft. above datum of gage. 

ST. JOSEPH RIVER. 

St. Joseph river rises in the southern part of Michigan, flows 
southwestward into Indiana, and at Ft. Wayne unites with St. Marys 
river to form the Maumee. 

The gaging station was established March 20, 1 905, and discon¬ 
tinued July 20, 1 906. It was located on the State St. bridge, about 
one mile above the junction with the St. Marys river. 

The channel is straight for 1,000 ft. above and below the station. 
Both banks are high, alluvial and not subject to overflow. About 300 
ft. below the bridge are remnants of an old dam, which at low stages 
diverts most of the water to the right side of the stream, where the 
channel is deepened. There is but one channel at all stages. The bed 
of the stream is composed of coarse gravel and is free from vegetation 
and permanent. High water in St. Marys river without a correspond¬ 
ing stage in St. Joseph river might cause back water at this station, 
but the occurrence would be rare. There was a dam on the river about 
4 miles above the bridge and a small amount of water was diverted 
around the station by means of a canal. Discharge measurements 
were made from the downstream side of the single-span bridge to 
which the gage was attached. The bridge has a length of 213 ft. 
The initial point for soundings was the inner face of the right abut¬ 
ment, downstream side. 

A standard chain gage, which was read during 1905 by Edward 
Towsley, was attached to the downstream side of the bridge, near the 
middle of the stream. The length of the chain from the end of the 


41 


weight to the end of the last copper link was 26.24. The gage was 
referred to bench marks as follows: (1 ) On the end of the outer end 

coping stone of the downstream wing of the left abutment, one-half 
foot from the downstream eastern edge of the stone; elevation above 
gage datum, 22.55 ft. (2) The top of the downstream lower truss 
chord opposite the pulley of the gage; elevation above gage datum, 

25.00 ft. 


MAUMEE RIVER. 

Discharge measurements of Maumee River near Sherwood, Ohio, 


Area of Mean Gage Dis- 
Width, Section, Yel. Height, charge, 
Date. Hydrographer. Feet. Sq. Ft. F. P. S. Feet. Sec. Ft. 

February 12a ...R. W. Pratt 284 5,112 2.45 18.30 12,520 

March 31 . “ 282 4,973 3.42 18.50 17,000 

May 11 . “ 245 787 1.06 3.34 832 

May 31 . “ 250 1,022 1.54 4.34 1,572 

August 18b. “ 139 212 .61 1.98 130 

September 27. “ 244 506 .39 2.20 199 

October 13 . “ 244 527 .49 2.28 258 

December 3b . “ 156 170 .64 1.83 109 


(a) Partially frozen. Velocity partially estimated. Backwater due to 
ice gorge below. 

(b) Wading at different section. 


42 









Rating Table for Maumee River, near Sherwood, O. 
May 19, 1903, to Dec. 31,1905. 


Gage 

Dis¬ 

Gage 

Dis¬ 

Gage 

Dis¬ 

Gage 

Dis¬ 

Height. 

charge. 

Height. 

charge. 

Height. 

charge. 

Height. 

charge. 

Feet. 

Sec. Ft. 

Feet. 

Sec. Ft. 

Feet. 

Sec. Ft. 

Feet 

Sec. Ft. 

1.80 

80 

3.80 

1,205 

5.70 

2,630 

9.00 

5,430 

1.90 

110 

3.90 

1,275 

5.80 

2,710 

9.20 

5,610 

2.00 

145 

4.00 

1,345 

5.90 

2,790 

9.40 

5,790 

2.10 

185 

4.10 

1,415 

6.00 

£,870 

9.60 

5,970 

2.20 

230 

4.20 

1,485 

6.20 

3,030 

9.80 

6,170 

2.30 

280 

4.30 

1,555 

6.40 

3,190 

10.00 

6,370 

2.40 

330 

4.40 

1,625 

6.60 

3,350 

10.50 

6,870 

2.50 

380 

4.50 

1,695 

6.80 

3,510 

11.00 

7,370 

2.60 

440 

4.60 

1,765 

7.00 

3,670 

11.50 

7,920 

2.70 

500 

4.70 

1,835 

7.20 

3,830 

12.00 

8,470 

2.80 

560 

4.80 

1,910 

7.40 

3,990 

12.50 

9,020 

2.90 

620 

4.90 

1,990 

7.60 

4,170 

13.00 

9,580 

3.00 

680 

5.00 

2,070 

7.80 

4,350 

13.50 

10,180 

3.10 

740 

5.10 

2,150 

8.00 

4,530 

14.00 

10,780 

3.20 

800 

5.20 

2,230 

8.20 

4,710 

15.00 

12,080 

3.30 

860 

5.30 

2,310 

8.40 

4,890 

16.00 

13,380 

3.40 

925 

5.40 

2,390 

8.60 

5,070 

17.00 

14,780 

3.50 

995 

5.50 

2,470 

8.80 

5,250 

18.00 

16,280 

3.60 

1,065 

5.60 

2,550 





3.70 

1,135 








The above is applicable only for open channel conditions. It is 
based on 19 discharge measurements made during 1903-1905. It is 
well defined between gage heights 1.8 feet and 6.2 feet. Above 6.2 
feet it is determined by one high water masurement. 

No records after Dec. 31,1905. 

No records for Maumee river above Sherwood. 

Zero of gage El. 700.00 U. S. C. & G. S. 


43 


Maumee River. 


Estimated Monthly Discharge Near Sherwood, Ohio. 


Month 

Discharge in Sec. 

Ft. 

Sec. Ft. 

Bun-off 

Depth 

Pet. of 

Bain. 

fall 

1904 

Max. 

Min. 

Ave. 

per sq. m. 

in in. 

Rainfall 

in in. 

February . 


. . . 

. . . 



3.33 

January . 


. . . 

. . . 




4.55 

March 12-31 ... 

. . . . 19,130 

3,270 

10,400 

4.75 

3.53 


6.39 

April . 

.... 17,480 

1,135 

6,648 

3.04 

3.39 

95 

3.58 

May . 

.... 3,430 

680 

1,130 

.516 

.595 

18 

3.28 

June . 

.... 2,230 

380 

860 

.393 

.438 

20 

2.18 

July. 

.... 4,620 

280 

1,354 

.618 

.712 

19 

3.74 

August . 

.... 860 

145 

313 

.143 

.165 

5 

3.42 

September . ... 

.... 330 

165 

232 

.106 

.118 

4 

3.14 

October. 

.... 355 

145 

229 

.105 

.121 

6 

1.87 

November . ... 
December . ... 

.... 145 

95 

113 

.052 

.058 

40 

.14 


Note:—River frozen during omitted periods 1904. 


ST. MARYS RIVER. 

Rating Table for St. Mary’s River at Taylor St. Bridge, Fort Wayne, 
Ind., for 1905-6. 


Gage 

Height 

Feet 

1.00 

Dis¬ 
charge 
Sec. Ft. 

23 

Gage 

Height 

Feet 

2.30 

Dis¬ 
charge 
Sec. Ft 
210 

Gage 

Height 

Feet 

3.60 

Dis¬ 

charge 

Sec. Ft. 

586 

Gage 

Height 

Feet 

5.80 

Dis¬ 
charge 
Sec. Ft 

1,530 

1.10 

30 

2.40 

234 

3.70 

620 

6.00 

1,630 

1.20 

38 

2.50 

260 

3.80 

655 

6.20 

1.730 

1.30 

47 

2.60 

286 

3.90 

690 

6.40 

1,850 

1.40 

57 

2.70 

314 

4.00 

725 

6.60 

1,970 

1.50 

69 

2.80 

342 

4.20 

800 

6.80 

2,090 

1.60 

82 

2.90 

370 

4.40 

880 

7.00 

2,210 

1.70 

96 

3.00 

400 

4.60 

960 

8.00 

2,810 

1.80 

111 

3.10 

430 

4.80 

1,040 

9.00 

3,510 

1.90 

127 

3.20 

460 

5.00 

1,130 

10.00 

4,210 

2.00 

145 

3.30 

490 

5.20 

1,230 

11.00 

5,010 

2.10 

165 

3.40 

522 

5.40 

1,330 

12.00 

5,810 

2.20 

187 

3.50 

554 

5.60 

1,430 




Note—The above table is applicable only for open channel con¬ 
ditions. It is based on twelve discharge measurements made during 
1905-6. It is well defined between gage heights 1.0 foot and 2.7 feet, 
and is fairly well defined above 2.7 feet. 

No records for 1904 or after 1906. 

Zero of gage El. 735.30 U. S. C. & G. S. 

Zero of gage El. 71.65 City Datum. 


44 












ST. JOSEPH RIVER. 

Rating Table for St Joseph River at State St. Bridge, Fort Wayne, Ind., 
March 20-December 31, 1905. 


Gage 

Dis¬ 

Gage 

Dis¬ 

Gage 

Dis¬ 

Gage 

Dis¬ 

Height. 

charge. 

Height. 

charge. 

Height. 

charge. 

Height. 

charge. 

Feet. 

Sec. Ft. 

Feet. 

Sec. Ft. 

Feet. 

Sec. Ft. 

Feet 

Sec. Ft. 

1.70 

30 

3.50 

825 

5.30 

2,270 

7.00 

4,150 

1.80 

50 

3.60 

890 

5.40 

2,365 

7.20 

4,410 

1.90 

70 

3.70 

960 

5.50 

2,460 

7.40 

4,670 

2.00 

95 

3.80 

1,030 

5.60 

2,560 

7.60 

4,940 

2.10 

120 

3.90 

1,100 

5.70 

2,660 

7.80 

5,220 

2.20 

150 

4.00 

1,175 

5.80 

2,760 

8.00 

5,500 

2.30 

185 

4.10 

1,250 

5.90 

2,860 

8.20 

5,800* 

2.40 

225 

4.20 

1,330 

6.00 

2,970 

8.40 

6,100 

2.50 

270 

4.30 

1,410 

6.10 

3,080 

8.60 

6,400 

2.60 

315 

4.40 

1,490 

6.20 

3,190 

8.80 

6,700 

2.70 

365 

4.50 

1,570 

6.30 

3,300 

9.00 

7,000 

2.80 

415 

4.60 

1,655 

6.40 

3,420 

10.00 

8,600 

2.90 

470 

4.70 

1,740 

6.50 

3,540 

11.00 

10,300 

3.00 

525 

4.80 

1,825 

6.60 

3,660 

12.00 

12,100 

3.10 

580 

4.90 

1,910 

6.70 

3,780 

13.00 

14,000 

3.20 

640 

5.00 

2,000 

6.80 

3,900 

14.00 

16,000 

3.30 

700 

5.10 

2,090 

6.90 

4,020 

15.00 

18,100 

3.40 

760 

5.20 

2,180 






The above table is applicable only for open channel conditions. 
It is based on five discharge measurements made during 1905. It is 
well defined between gage heights 2 feet and 6.3 feet. 


46 


Rating Table for St. Joseph River at Fort Wayne, Ind., for 1906. 


Gage 

Height. 

Feet. 

Dis¬ 
charge. 
Sec. Ft. 

Gage 

Height. 

Feet. 

Dis¬ 
charge. 
Sec. Ft. 

Gage 

Height. 

Feet. 

Dis¬ 
charge. 
Sec. Ft. 

Gage 

Height. 

Feet 

Dis¬ 
charge. 
Sec. Ft. 

1.80 

80 

3.10 

635 

4.40 

1,515 

6.20 

3,190 

1.90 

105 

3.20 

695 

4.50 

1,590 

6.40 

3,420 

2.00 

135 

3.30 

755 

4.60 

1,670 

6.60 

3,660 

2.10 

165 

3.40 

815 

4.70 

1,750 

6.80 

3,900 

2.30 

240 

3.60 

945 

4.90 

1,910 

7.20 

4,410 

2.40 

280 

3.70 

1,010 

5.00 

2,000 

7.40 

4,670 

2.20 

200 

3.50 

880 

4.80 

1,830 

7.00 

4,150 

2.50 

325 

3.80 

1,080 

5.20 

2,180 

7.60 

4,940 

2.60 

370 

3.90 

1,150 

5.40 

2,365 

7.80 

5,220 

2.70 

420 

4.00 

1,220 

5.60 

2,560 

8.00 

5,500 

2.80 

470 

4.10 

1,290 

5.80 

2,760 

9.00 

7,000 

2.90 

525 

4.20 

1,365 

6.00 

2,970 

10.00 

8,600 

3.00 

580 

4.30 

1.440 






Note—The above table is applicable only for open channel condi¬ 
tions. It is based on discharge measurments made during 1 905-6, and 
it is well defined between gage heights 2 feet and 6 feet. 


No records for 
Zero of gage 
Zero of gage 


1904 or after 1906. 

El. 734.01 U. S. C. & G. S. 
El. 70.36 City Datum. 


46 


APPENDIX II. 

Records of 
U. S. Weather Bureau 
obtained from 

Mr. W. S. Palmer, Local Forecaster 
Fort Wayne, Ind. 


47 , 



From Report on March Flood, 1913, by W. S. Palmer, Chief of 
Weather Bureau, Ft. Wayne, Ind. 

Ft. Wayne is 140 miles from the mouth of the Maumee river and 
about 80 miles above Defiance. The drainage area above the station 
is 2,032 sq. miles. The St. Marys river comes into the city from the 
south and joins the St. Joseph river near the center of the city. 


High-water Stage. March 

21.5 . 26, 1904 

22.5 . 8, 1908 

19.2 .20, 1912 

26.1 . 27, 1913 


A rainfall of 1" and 2" over the watershed, if it is in the winter 
time and the temperature is high enough to cause some melting of the 
snow, will carry the water to the flood stage. If the rain continues for 
three days, the river will pass the 18' stage. 

Defiance is 61 miles from the mouth of the Maumee river and 1 7 
miles above Napoleon. The drainage above the station is 3,838 sq- 
miles of which 1,91 1 sq. miles belong to the watershed of the Auglaize 
and 748 sq. miles to the Tiffin river. A state dam, about 3/i miles 
below Defiance, causes slack water in both rivers for about 1 Yl miles 
above their confluence. The highest water at Ft. Wayne is on an aver¬ 
age 6.3 ft. above highest water at Defiance—it varies between 2.3 ft. 
and 8.9 ft. 

Napoleon is 44 miles above the mouth of the river and 1 7 miles 
below Defiance. The drainage area above the city is about 4.877 sq. 
miles. 

The time interval between Defiance and Napoleon averages 1 1 
hours. The gage heights at Napoleon will average practically the 
same as at Defiance, and 5.7 less than at Ft. Wayne. When not 
effected by ice gorges the maximum reading at Napoleon averages 1.2 
ft. lower than at Defiance. 

Sherwood is located near the crossing of the Cincinnati Northern 
and B. & O. railroads, about 8 miles above Defiance. The postmaster 
of Sherwood advised by letter that the 1913 flood stage was V/i ft. 
higher than at any previous time. Drainage area at Sherwood 2,190 
sq. miles. 

Drainage area at Toledo 6,723 sq. miles. 






Precipitation, March 23-27, 1913. 



23 

24 

25 

26 

27 

Total. 

Watershed. 

Auburn. 

. .0.09 

3.39 

1.75 

0.13 

0.03 

5.39 

St. Joe 

Berne . 

..2.30 

2.34 

2.56 

0.42 

0.19 

7.31 

St. Marys 

Fort Wayne .. 

..2.08 

1.98 

0.69 

0.40 

0.21 

5.36 

Maumee 

Antwerp. 

..2.45 

0.85 

2.50 

0.12 

0.55 

6.47 

Maumee 

Benton Ridge . 

..2.36 

2.00 

2.64 

0.24 

0.30 

7.54 

Auglaize 

Lima . 

. .2.20 

1.34 

3.35 

0.62 

0.40 

7.91 

Auglaize 

Montpelier . k . 

..1.82 

0.81 

1.35 

0 

0.60 

4.58 

St. Joe 

New Bremen . 

...2.06 

1.80 

3.22 

1.22 

0.30 

8.60 

St. Marys 

Napoleon . ... 

..2.57 

1.57 

0.23 

0.40 

0 

4.77 

Maumee 

Ottawa. 

..2.00 

1.24 

2.71 

0.35 

0.25 

6.55 

Auglaize 

Toledo . 

..1.90 

1.82 

1.74 

0.48 

0.25 

6.19 

Maumee 

Wauseon. 

. .2.07 

1.14 

1.78 

0.32 

0.34 

5.65 

Maumee 

Bluffton. 

.. 0 

3.80 

3.00 

0.10 

0.60 

7.50 

Wabash 

Huntington . . 

..1.80 

1.05 

1.95 

0.30 

0.30 

5.40 

Wabash 

Hedges. 

..2.88 

0.91 

2.45 

0 

0.20 

6.40 

Auglaize 


Average total precipitation March 23-27, 6.3 inches. 

New Bremen is situated at the head waters of the St. Marys. 
Berne is on the dividing line between Wabash and St. Marys 
watersheds. 











Precipitation and Gage Readings, Fort Wayne, Ind., Columbia St 
Bridge, Maumee River. 



1904. 



1908. 



Rainfall 



Rainfall 


March 

in inches 

Gage 

March 

in inches 

Gage 

24. 

....0. 


1 ...... 



25 . 

.1.73. 


2. 

....0.04. 

.. .* 11.5 

26. 

....0.80. 

.21.5 

3. 

.0. 

.13.2 

27 . 

....T. 


4. 

....0 . 

.... 14.6 

28. 

....0. 


5. 

_0.06. 

_15.7 

29. 

....0. 


6. 

....1.10. 

.18.9 

30. 

....0.37. 


7. 

....0 . 

.... 22.0 

31. 

_1.18. 


8. 

....0.10. 

.... 22.5 

Total .. 

....4.08 


9. 

....0 . 

.... 21.7 




10. 

....0. 

.... 20.5 




11. 

....0 . 

.. .. 19.3 




12. 

....0. 

.... 17.2 




Total .. 

....2.17 



1912. 



1913. 



Rainfall 



Rainfall 


March 

in inches 

Gage 

March 

in inches 

Gage 

18. 

....0. 

.... 14.0 

23. 

....0 . 

.... 6.7 

19. 

....0 . 

.... 17.9 

24. 

....2.76. 

.... 19.6 

20. 

....0.04. 

.19.2 

25. 

....1.92. 

.... 24.0 

21. 

....0.58. 

_17.5 

26. 

....0.07. 

.... 26.0 

22 . 

....T. 

,... 14.3 

27. 

....0.61. 

.... 26.0 

23. 

....0. 

.... 12.1 

28 . 

....T. 

... 25.1 

24. 

....0.22. 

.11.3 

29. 

....0. 

.... 23.7 

25. 

....0. 

.10.5 

30. 

....0. 

.... 22.2 

Total .. 

....0.84 


31. 

....0.14. 

.... 20.2 


Total.5.36* 

*Total, March 24-27. 


St. Joe Boulevard dike broke on 25th and Lakeside flooded. 
Subsequent readings not camparable with previous ones. 

At 1 1 P. M., March 26, gage 26.1. 

Zero of gage El. 65.0—City Datum—El. 728.65 U. S. C* & G. S 
Flood stage, 1 5.0. 


60 











































Precipitation and Gage Readings. 

Napoleon, Ohio—Maumee River. 


March, 1905. 


Rainfall in inches. Gage. 

1 .0.65. 3.7 

2 . 4.1 

3 . 7.1 

4 . 9.4 

5 .T. 10.9 

6 .0.95. 10.3 

7 . 13.1 

8 .0.05. 14.8 

9 . 13.5 

10 . 11.4 

11 . 9.9 

12 . 9.5 


March, 1912. 


March, 1913. 


18 

19 

20 
21 
22 

23 

24 

25 

26 


9.6 

23. 

. 0.8 

11.8 

24. 

. 9.2 

18.0 

25. 

. 16.0 

17.6 

26. 

. 22.0 

16.5 

27. 

. 25.0 

14.3 

28. 

.22.5 

13.0 

29. 

. 18.0 

11.8 

30. 

.14.8 

12.0 

31 ____ 

.. 12.7 


Zero of gage—636.8. 
Flood stage—13.0. 


51 








































Precipitation and Gage Readings. 
Toledo, Ohio. 


March, 1913. 

Rainfall 

in inches Gage 

18 .0. 1.3 25 .2.68. 4.1 

19 .0. 0.2 26 .0.35. 7.2 

20 .T. 0.5 27 ..0.68. 8.0 

21 .0.46. 0.3 28 .0.03. 8.3 

22 .T. 1.9 29 .0. 5.3 

23 .T. 1.0 30 .0. 4.1 

24 .0.45. 0.4 31 .0.35. 0.9 


Zero of gage—572.8. 
Flood Stage—6.0. 


Precipitation and Gage Readings. 


Montpelier, Ohio—St. Joseph River. 

March, 1913. 

Rainfall 

in inches Gage 

20 .,..7.00. 6.4 26 .0.60. 13.7 

21 .0.62. 6.5 27 .. 0 . 12.1 

22 .1.82. 7.6 28 .0. 11.2 

23 .0.81. 9.2 29 .0. 10.8 

24 .1.35. 10.0 30 .0.45. 10.4 

25 .0.12.1 31.0.10.7 


Zero of gage—836.5. 
Flood stage—15.0. 


52 




























Precipitation and Gage Readings. 

Defiance, Ohio—Auglaize River. 

March, 1912. March, 1913. 

Gage 

1.7 
9.6 
17.2 
26.0 


Zero of gage—661.0. 
Flood stage—10.0. 
River 1 ft. higher. 


in inches Gage in inches 

18 . 8.8 23 . 

19 . 14.3 24 . 

20 . 11.3 25 . 

29 . 9.0 26 . 

30 . 10.5 

31 . 13.7 


March 25-31, 1904. 


March 23-27, 1913. 


Montpelier. 

Rainfall in 
Inches. 

.... 1.90 

Montpelier _ 

Rainfall in 
Inches. 

.4.58 

Defiance . 

.... 3.57 

Defiance. 

.... No Record 

Bluffton . 

.... 2.54 

Bluffton. 

. 7.50 

Auburn . 

.... 1.89 

Auburn . 

.5.39 

Fort ..Wayne .. 

.4.08 

Fort Wayne ... 

.5.36 

Average. 

.... 2.8 

Average .... 

.5.7 


53 


























APPENDIX III. 


Drag-line Excavators. 


66 


DRAG-LINE EXCAVATORS. 

From “Excavating Machinery” by A. B. McDaniel. 

Use in South Dakota. 

During the latter part of the year 1911, a 2cu. yd. bucket, 
drag-line excavator was used in the excavation of a section of ditch 
in the lower Vermilion River Valley, Clay County, South Dakota. 
The cross-section excavated had a bottom width of 20 ft., average 
depth of 8 ft., and side slopes of 1 to 1. The material excavated was 
loam and clay, there being an alluvial deposit of about six feet of loam 
underlaid with yellow clay. 

The total working time was 148 days of 22 hours each; there 
being two shifts of about 1 1 hours each. The total amount of exca¬ 
vation was 222,494 cu. yd., or an average daily rate of 1,503 cu. yd. 
and an average hourly rate of 68 cu. yd. 

A tabulated list of operating expenses is given below: 

SCALE OF WAGES. 


Labor- 

Operator . $125.00 per month 

2 cranemen, at $100 . 200.00 per month 

4 laborers, at $50 . 200.00 per month 

1 teamster . 50.00 per month 

1 cook . 35.00 per month 

Total cost of labor .$3,060.00 per month 

Cost of labor per cubic yard excavated.1.38 cents 

Fuel— 

15,444.8 gal. of gasoline at 12.4 cents .$1,915.15 

Cost of fuel per cubic yard excavated.0.86 cent 

Cable- 


First quality steel-wire rope, 7-8 in., for hoisting and swinging cables, 


and iy 4 in., for drag-line cable. 

Total cost of wire rope.$987.87 

Cost of wire-rope per cubic yard excavated.0.44 cent. 

Repairs and Renewals of Machinery— 

Bucket bailers, friction blocks, sheaves, etc., etc. 

Total cost of repairs and renewals .$845.93 


Cost of repairs and renewals per cu. yd. excavated ... .0.38 cent. 


50 















Board and Lodging— 

Total cost of board and lodging of nine men for full time of 148 


days .$561.81 

Cost of board and lodging per cu. yd. excavated.0.25 cents. 

Miscellaneous— 


Livery, horse keep, hardware, lumber, oil, grease, waste, freight, 
express, etc., (not including general office expenses, depreciation, 


inssurance and interest on investment). 

Total cost of miscellaneous.$2,078.72 

Cost of miscellaneous per cu. yd. excavated.0.93 cent. 

Total amount of operating expenses.$9,440.48 

Cost of operating excavator per working day.$63.79 


Cost of operating excavator per cu. yd. excavated... 4.24 cents. 

Initial cost of excavator, moving, setting up, taking down, etc. 

.$10,500.00 

Contract price for work.7 cents per cu. yd. 

The drag-line excavator was made by the Monighan Machine 
Co., of Chicago, Ill., and used a 50-h.-p. Otto gasoline engine for 
power. The boom had a length of 60 ft. and the 2J/4 cu. yd. scraper 
bucket was of the Martinson type, as shown in Fig. 50. A view of this 
excavator in operation is given in Fig. 54. 

Use on New York State Barge Canal. 

During the season of 1908, a drag-line excavator with an 85-ft. 
boom and a 2-yd. dipper was used on a section of the New York State 
Barge Canal. The machine was equipped with an engine of 50 h.-p. 
capacity and a boiler of 54 h.-p. The total weight of the excavator 
was 147 tons and cost $1 0,000. 

The following table gives the cost of operating the machine dur¬ 
ing the season of 1908 and also the cost of excavation per cubic yard: 

Table XVII. 


Character of Work 

TTi+tin cr nn 

Cost of Excavation of 

April May 

_ 

Canal. 

June 

July 

August 

r iiiixig up . 

Excavation . 

. 319.74 

$684:29 

$747.77 

' $850.69 

$1,118.57 

Repairs . 


15.82 

62.60 

48.23 

.75.12 

Interest and depreciation, 

21 per cent . 175.00 

175.00 

175.00 

175.00 

175.00 


67 


















Shifting on work. (a) 

Total for month .$921.54 $875.11 

$985.37 

77.02 

$1,150.94 

$1,368.69 

Average cost per yard . .. .$ 0.177 $ 0.048 

Yards completed during 

$0.0388 

$ 0.0348 

$ 0.0289 

month . 5,205 18,365 

(a) Work delayed due to accident. 

25,333 

33,055 

47,360 

The itemized cost of operation during May is as follows: 



Engineer, at $90 per month..$ 90.00 

Engineer, at $95 . 84.04 

Firemen, pump men, watchmen and laborers at $1.75 per 

day . 363.00 

Coal at $3.00 per ton. 147.00 

Repairs . 15.82 


Total .$699.86 


The canal was 1 00 ft. wide on the bottom, side slopes of 1 Yl to 
1, and average depth of 25 ft. The material excavated was stiff clay. 
A few boulders and stumps were removed. 

The average cost of excavation, including an estimate for interest 
and depreciation, was 4.1 cents per cubic yard. 

Use in Florida. 

During the years 1911, 1912 and the present one of 1913, a large 
outlet canal is being excavated by four drag-line excavators. The 
work is located near Sebastian on the east cost of Florida and the 
material excavated is sand and shell marl. The ditch or canal is 4/i 
miles long, has a bottom of 50 ft., depth varying from 10 to 18 ft., 
and side slopes of 2 to 1. Berms of 20 ft. were left along the sides of 
the ditch. 

The four excavators each had a bucket capacity of 1 Yl cu. yd. 
and a boom length of 70 ft. The excavators were of standard make 
and used complete steam equipments. The machines worked in 
pairs on opposite sides of the canal and excavated to a fairly uniform 
grade and even side slopes. 

During the five months from May to November, 1911 (inclu¬ 
sive), the four excavators together excavated on the average, 1 1 1,210 
cu. yd. per month or 27,800 cu. yd. for each excavator per month. 


68 














Two shifts, of 10 hours each per day, were worked, and the average 
excavation per machine for each shift was 620 cu. yd. The total 
yardage excavated during the year 1911 was 1,023,662 cu. yd., one 
machine working 1 2 months, two machines working 1 1 months, three 
machines working 1 0 months and four machines working 9 months. 
The entire labor organization when the four machines were working 
together was as follows: 


1 superintendent of works, 
1 master mechanic, 

9 operators, 

4 roller gang foremen, 

32 laborers in roller gangs, 
(negroes), 

8 firemen (negroes), 

1 oiler, 

1 blacksmith, 

1 assistant blacksmith, 


2 pump men, 

2 pipe line men, 

3 teamsters (6mules, 1 horse), 
2 cooks, 

JL yard man, 

2 dynamite men, 

7 general laborers (negroes). 


The fuel used was pine wood, which had been partially seasoned. 
About 2 cords of wood were used for each excavator per shift. The 
following table gives a brief statement of the cost of operation: 


Operating costs . $67,645.19 

Board and lodging .••• 6,137.85 

Repairs and renewals. 7,131.02 

Stable upkeep . 1,527.94 

Average cost of excavation (based on a total excavation of 

1,023,662 cu. yd.) per cubic yard.8.05 cents 


The above estimate does not include depreciation or overhead 
charges. 


69 


































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